PERFORMANCE DETERIORATION OF SLOTTED-BOLTED CONNECTION DUE TO BOLT IMPACT AND REMEDY BY RESTRAINERS
|
|
- Anna Warner
- 7 years ago
- Views:
Transcription
1 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August -, Paper No. 98 PERFORMANCE DETERIORATION OF SLOTTED-BOLTED CONNECTION DUE TO BOLT IMPACT AND REMEDY BY RESTRAINERS Panitan LUKKUNAPRASIT, Assawin WANITKORKUL and Andre FILIATRAULT SUMMARY The behaviour of slotted-bolted connections when the maximum slip travel exceed the available slot length is presented. The drastic degradation behaviour of slotted-bolted connections under bolt impact is demonstrated. Remedy by means of the concept of restrainers is proposed, which is also advantageous in suppressing the build-up of resonance motion by virtue of the change in system stiffness at different stages. Nonlinear dynamic analyses were performed on a prototype -storey steel building equipped with friction dampers with and without restrainers. Three historical earthquake records from California, i.e. the 989, the 9, and the 9 records, were considered in the analyses. In the worst loading case, dampers with restrainers are superior to that without restrainers, resulting in reduction of the peak inter-storey drift by % and the peak slip travel by %. The shorter slip travel obviously provides extra safety to the system. Increasing the maximum restraining force is generally beneficial in reducing the peak inter-storey drift. However for steel bracings, the restraining force limit should be kept sufficiently below the buckling capacity to avoid buckling of the bracings. Furthermore, a higher restraining force would induce higher storey base shear. Hence, the adequacy of the foundation has to be properly addressed as well in retrofitting of buildings. INTRODUCTION The slotted-bolted connection (SBC) has been recognized as a low-cost passive friction-damping system for reduction of damages caused by strong motions, e.g. FitzGerald et al. [], Grigorian et al. [], Tremblay and Stiemer []. Most studies, except the one by Roik et al. [], do not address the situation when the slip travel of the SBC reaches the provided slip length. However, Roik et al. [] did not investigate the effect of stiffening due to the restraining action. Since earthquake characteristics are unpredictable, it cannot be Professor, Dept. of Civil Engineering, Chulalongkorn University, Bangkok, Thailand. lpanitan@chula.ac.th Research Assistant, Dept. of Civil Engineering, Chulalongkorn University, Bangkok, Thailand. Assawin.W@student.chula.ac.th Professor, Dept. of Civil, Structural, and Environmental Engineering, SUNY, Buffalo, NY, USA. filiatrault@mceermail.buffalo.edu
2 guaranteed that in the most severe case the bolts would slide freely in the finite length slot available. Furthermore, it is not practical, or even impossible in some cases, to provide long slots. It is thus significant to investigate the behavior of such a damping system in the event of bolt impact and the restraining effect thereafter. CONVENTIONAL SBC UNDER BOLT IMPACT Wanitkorkul [] performed a series of displacement controlled, cyclic tests on slotted-bolted connections, with and without impact on high-strength bolts. The damper specimen consisted of three A steel plates, i.e. one central plate and two cover plates each with a thickness of mm. Brass plates were inserted between the central plate and the cover plates to create steel-on-brass contacting surfaces. The damper was designed to have two slots symmetrically placed on the central plate. This aimed to minimize accidental eccentricity. To avoid shear failure in the bolts after the provided slot length was reached, the thickness of the central plate at the friction surface was reduced to mm with a clean mill scale surface condition. All plates were clamped together using two -mm-diameter A high-strength bolts with Belleville washers. The total clamping force on each sliding surface was 8 kn (7% of bolt tensile strength). The test assembly was subjected to displacement cycles without bolt impact, followed by displacement cycles with impact on high-strength bolts, in general. Testing frequencies of.,., and Hz were used in the cyclic tests. Force (kn) Displacement (mm) Fig. Force-displacement relationship of SBC: cycles,. Hz, without bolt impact Figure shows the force-displacement hysteresis of a SBC specimen under the first thirty displacement cycles without bolt impact. Generally, the hysteresis under each testing frequency is similar, hence only the results from the testing frequency of. Hz are demonstrated. The resulting force-displacement relationships were nearly rectangular in shape, which was consistent with the results obtained from many past investigations. The initial friction forces were around kn, and they became stable around 9 kn after approximately displacement cycles. Despite the fluctuation of the friction forces, steel-on-brass friction type specimens were accepted because the variation of frictions was in the initial stage, therefore
3 it would not affect the behaviour of damper when the specified slip travel was reached upon bolt impact. The stiffness increased sharply as can be seen in Figure which illustrates the portion of the hysteresis of a SBC specimen during bolt impact. From the figure, the first plateau indicates the level of friction, while the second one shows the yield strength of the connection. During cycling of bolt impact, degradation of Force (kn) Displacement (mm) Fig. Force-displacement relationship of SBC: cycles,. Hz, with bolt impact (a) (b) Fig. SBC specimen after tests: (a) central plate and bolts; (b) cover plates and brass plates the friction force is evident. More than % of friction force was lost after only -mm of displacement was imposed beyond the provided slot length. Bearing caused permanent deformations in the clamping bolts,
4 with the consequence of the friction loss. Figure shows each component of the specimen after test. Damage to the clamping bolts can be clearly seen in the figure. More experimental results can be found in the original document by Wanitkorkul []. THE FRICTION-GRIP CONNECTION WITH RESTRAINERS With unacceptable behaviour of SBC under bolt impact illustrated, it is obvious that remedy is needed to prevent bolt impact. The restraining concept proposed by Roik et al. [] to prevent undesirable bolt impact is adopted in this study, with slight modification. The device with restrainers will slip at the predetermined slip load F s. The restrainers will be activated when the slip travel is larger than the F max F s K r g Fig. Force-slip travel relationship of friction-grip connection with restrainers provided slip distance g, which results in increasing of the resisting force of the device at a stiffness K r. This restraining force is further limited to a threshold value F max which remains constant at the second yield plateau. Figure shows the force-slip travel relationship of friction-grip connection with restrainers. In this study, the restraining stiffness K r of the device on each floor is assigned a value equal to an axial stiffness of the corresponding bracing element. NONLINEAR DYNAMIC ANALYSES Building, retrofit scheme, and model assumptions We first take the case study of the steel structure considered by Filiatrault et al. []. The building is a - storey steel structure, rectangular in plan, and is braced by two exterior moment-resisting frames. Gravity loads acting on the frame during the earthquake are assumed equal to.8 kpa from roof dead load,. kpa from floor dead load,.7 kpa from floor live load, and.7 kpa from weight of the exterior cladding. Steel grade A is used for all members. The building, designed for seismic zone in the United States, would not survive strong earthquakes when weld fractures occur in the welded beam-to-column connections. For retrofit, chevron-brace members are introduced in the central bay of the two exterior moment-resisting frames as shown in Figure. The steel section HSS mm x mm x mm is used for all chevronbrace elements. Slotted-bolted connections are incorporated at one end of all bracing members. Both conventional SBC and slotted-bolted connections with restrainers (SBC-R) are considered. The fundamental vibration period of the original building was. sec and was reduced to.7 sec after retrofitted with the proposed system. Because of symmetry, only one exterior moment-resisting frame was modeled as a two-dimensional structure. Floor slabs and architectural elements were excluded. The panel zones of the beam-column
5 joints were assumed to have no panel shear deformation and yielding during strong excitations. Large displacement effect was also considered in the analyses. P- effect from interior columns is included by introducing a pin-ended gravity column into the building model, which represents all interior columns. Total gravity loads acting on the interior columns are applied to the gravity columns. Both the exterior frames and the gravity columns are constrained to undergo the same lateral displacement at each floor, which represents a rigid floor diaphragm assumption. Bilinear moment-curvature relation with a curvature-hardening ratio of % is assigned to all columns. N DAMPING Fig. Building model and retrofit scheme The flexural strength degradation model [] shown in Figure was introduced at both ends of all beams to account for the brittle behaviour of welded beam-to-column connections. It was assumed that the strength degradation was independent in positive and negative bending. Only fractures at the beam-to-column
6 interfaces were considered. An elasto-plastic moment-curvature relation was specified for all beam elements to prevent an increase in the flexural strength after fractures occur. The connections were assumed to have no loss in shear capacity when weld fractures occur. More details on the building model can be found in the original paper. % of Initial Strength. 8.. Curvature Ductility Fig. Flexural strength degradation model Parameters for slotted-bolted connection with restrainers (SBC-R) model For SBC, a slip load value (F s ) of -kn was assigned for the device on the first floor, which was equal to % of the buckling strength (P b ) of the corresponding bracing element. In the case of SBC with restrainers, the maximum restraining force (F max ) was limited to % of bracing buckling load to avoid damage to the bracing members, Based on the design procedure proposed by Filiatrault and Cherry [7], slip loads of the connections on the second to the sixth floor were assigned a value equal to 8% of slip load on the first floor. Similarly, limits on restraining forces on the other floors were also assigned to be 8% of the maximum restraining force of the device on the first floor. The restraining stiffness was set equal to the corresponding bracing stiffness on each floor. A limit on slip travel was selected based on the maximum slip required in the most severe case, which will be discussed later. Axial springs with an elasto-plastic axial force-displacement relationship were used for all bracing members. Acceleration (g) Acceleration (g) Time (sec) Time (sec) Fig. 7 Accelerograms and pseudo-acceleration response spectra with % damping: Earthquake ground motions Three historical earthquake ground motions from California were considered in the nonlinear dynamic analyses, i.e. the 989 and the 9 earthquakes, which have the same peak ground Acceleration (g) Sa (g) Time (sec) Period (sec)
7 acceleration of.8g, and the 9 record with PGA s of.g. Figure 7 depicts the accelerograms and the pseudo-acceleration response spectra with % damping associated with these earthquakes. NUMERICAL RESULTS This section presents results from nonlinear dynamic analyses of the case study building under all ground motions. Inter-storey drifts are selected as performance indices of the retrofitted building. Comparisons between hystereses of the SBC with and without restrainers are presented. The effects of limited slip travels and maximum restraining forces are also demonstrated. Unretrofitted building VS Braced building (without dampers) The unretrofitted building considering the weld fracture effect collapses under all earthquakes considered with the peak inter-storey drift greater than % which indicates that retrofit is required for this structure. Before consider the performance of the building with friction dampers, performance of the building with bracings only was investigated. Note that an elasto-plastic, axial force-displacement relationship was assumed for the bracing members, the buckling phenomenon was neglected. Figure 8 depicts the peak floor displacements and the peak inter-storey drifts of the building with bracings only. With the presence of bracing system, the braced building survives all earthquakes considered. However, for the case of nearfield ground motions, the compression forces of bracings reach the buckling strength of the member. Hence, utilization of the friction-grip connection would be beneficial to prevent buckling of the bracings. Floor Floor displacement (mm) Fig. 8 Peak floor displacements and peak inter-storey drifts of building with bracings only Retrofitted building with conventional slotted-bolted connections (SBC) Figure 9 shows the peak floor displacements and the peak inter-storey drifts of the retrofitted building with the conventional SBC. The most severe scenario results from the earthquake, which results in the peak inter-storey drift of about.% on the ground floor and the maximum curvature ductility of.8 in the ground floor columns. Damage is concentrated only on the first two floors with no yielding taking place on other floors. The earthquake having the second highest spectral value results in the maximum inter-storey drift of.8% and a peak curvature ductility of.7 in the ground floor columns. Less damage compared to, yielding concentrates only in beams and columns on the first floor. The El Centro motion, it causes the least damage, which is consistent with its lowest spectral value compared with other near-field records. Only one column on the ground floor yields with the maximum curvature ductility of.. Figure illustrates the peak slip travels of the device obtained from analyses. The maximum slips of the devices on the first and second floors are and mm, respectively, which result from the case of earthquake. These slip values are used for calculation of slip limits as discussed in the next section.
8 Floor..... Floor displacement (mm) Fig. 9 Peak floor displacements and peak inter-storey drifts of building with SBC: F s /P b =. st Floor nd Floor Slip travel (mm) 7 Earthquake Fig. Maximum slip travel of SBC: F s /P b =. Performance of slotted-bolted connection with restrainers (SBC-R) Half of the maximum slip travel resulted from the case of earthquake was applied to the SBC-R model as the slip threshold for activating the restrainer in the SBC-R model. Hence, the slip travel of the SBC-R on the first floor was limited to 7. mm when restraining effect takes place. However, rather than using different slip limits on each floor, the slip limit assigned to all devices on the other floors was mm which was half of the maximum slip occurred on the second floor. Note that, in analyzing a building with slip limit on SBC, only the cases of building subjected to the and the ground motions are needed because the maximum slips resulted from the other excitations are lower than the slip limits assigned to the device. Figure presents the peak inter-storey drifts of the structure subjected to and earthquakes. For the case of, the maximum slip travel is close to the limit value; hence, responses from the system without and with limited slip are similar. For excitation, with limited slip, peak floor displacement is reduced by %. The inter-storey drifts on the first and the second floors are reduced by 9 and %, respectively, while those on the other floors increases by -% because wedge actions stiffen the lower floors compared to other floors. Although the inter-storey drifts in those upper floors increase, the maximum value is still less than.7% which is acceptable for immediate occupancy performance level specified by the NEHRP seismic rehabilitation guidelines [8]. The maximum curvature ductility in the ground floor column is reduced to. which amounts to 8% reduction while there are no yielding of columns on the other floors.
9 No slip limit % limited slip No slip limit % limited slip Fig. Peak inter-storey drifts of building equipped with SBC-R: F s /P b =., F max /P b =. It seems that the advantage of restrainers in terms of response reduction is not promising. However, it is worth noting that, without restrainers, bolt impact may occur should the intended slip travel be accidentally reduced by, for instance, error in workmanship. Significant degradation of the friction force of the device would result as mentioned earlier, which can result in much worse performance or even collapse of the structure. The advantage of the restraining action is evident from the damper force-slip travel plot shown in Figure. With the maximum normalized restraining force (F max /P b ) of., the maximum slip travel is reduced by % from the case without restrainers. The shorter travel obviously provides extra safety against the undesirable bolt impact. Hence, utilization of restrainers in slotted-bolted connections is desirable and beneficial. No slip limit % limited slip No slip limit % limited slip Force (kn) Force (kn) Slip travel (mm) Slip travel (mm) Fig. Force-slip travel of SBC and SBC-R: F s /P b =., F max /P b =. Effect of slip load and maximum restraining force To investigate the effects of slip load level and maximum restraining force of SBC-R on the performance of the structure, additional parametric studies using the normalized slip load value (F s /P b ) and the normalized restraining force (F max /P b ) equal to % and 9%, respectively, were conducted. Impact stiffness and limit on slip travel were kept unchanged. Figure shows the resulting peak inter-storey drifts for building with SBC (no restrainers). With a smaller slip load, the structure s braces are disengaged sooner, resulting in the structure s natural frequency shifting toward the low spectral value of the spectra, which causes reduction in responses compared with a slip load of % of bracing buckling strength. Figure illustrates the variation of peak inter-storey drifts with different slip loads and maximum restraining forces for the case of the excitation. Generally, increasing the maximum restraining force reduces the inter-storey drifts of the structure on the first two floors, while the responses on the other floors increase slightly. For ground motion, responses from the case with slip limit are similar
10 to the case without slip limit because the maximum slip travel is close to the slip limit value (refer to Figure ). On the other hand, the advantage of high restraining force is more pronounced in the case of the earthquake. With the normalized restraining force increased from % to 9%, the peak inter-storey drifts on the first and second floor reduce by about -% for the case of % normalized slip load and % for % normalized slip load. The peak inter-storey drifts on the other floors increase by - %; however, the inter-storey drift values are still below the immediate occupancy limit of.7%. However, for the % normalized slip load, further increase of the normalized restraining force from % to 9% practically does not yield extra benefit Fig. Peak inter-storey drifts of building equipped with SBC: F s /P b =. Fs/Pb =., No slip limit Fs/Pb =., Fmax/Pb =. Fs/Pb =., No slip limit Fs/Pb =., Fmax/Pb =. Fs/Pb =., Fmax/Pb =.9 Fs/Pb =., Fmax/Pb = Fig. Peak inter-storey drifts: earthquake Figure depicts the force-slip travel relationships of SBC-R on the ground floor with different levels of slip loads and restraining force limits for the case of record. Figure illustrates the peak slip travel of SBC and SBC-R in the ground floor. It is clearly seen that larger force limit also helps in reduction of peak slip travel of the device. With the normalized restraining force increased from % to 9%, the peak slip travel of the device reduces by 7% and % for the case of % and % normalized slip loads, respectively. Hence, higher force limit is beneficial in providing extra safety to the system. However, the maximum restraining force of % of buckling capacity must be avoided to protect the bracings from buckling which can lead to adverse effects.
11 F s /P b =. F s /P b =. Force (kn) Force (kn) Fmax/Pb =. Fmax/Pb = Fmax/Pb =. Fmax/Pb =.9 Slip travel (mm) Slip travel (mm) Fig. Force-slip travel of SBC-R: earthquake Slip travel (mm) No slip limit Fmax/Pb =. Fmax/Pb =.9 (Fs/Pb =.) (Fs/Pb =.) Earthquake Fig. Peak slip travel of SBC and SBC-R: earthquake Although the benefits of SBC-R are evident, the device also induces larger base shear to the system. Figure 7 shows the peak base shear with different slip loads and restraining force limits. With restrainers, the total base shear of the retrofitted structure increases, which directly affects the foundation system. The magnitude of the additional base shear induced by SBC-R depends on the level of slip load and restraining-force limit, and the earthquake considered. For the case of the earthquake with a % Total base shear (kn) 8 Fs/Pb =., No slip limit Fs/Pb =., Fmax/Pb =. Fs/Pb =., Fmax/Pb =.9 7 % % % % Total base shear (kn) 8 Fs/Pb =., No slip limit Fs/Pb =., Fmax/Pb =. Fs/Pb =., Fmax/Pb =.9 9% % % % % Earthquake Earthquake Fig. 7 Total base shear of retrofitted building normalized slip load, the total base shear increases by % and 9% with the normalized force limit of % and 9%, respectively, while the corresponding increase for the case of excitation is
12 about % only. Similarly, for % normalized slip load, the total base shear increases by % and 7% for the case of earthquake with % and 9% normalized restraining force, respectively. This effect is of importance when retrofitting existing structures with a scheme that induces additional base shear to the existing foundations. It should be noted that the selected parameters, e.g. slip load, maximum restraining force, etc., are for demonstration purposes. To determine the optimum values, more parametric studies are required. This is out of scope of this study. CONCLUSIONS This study focused on the behaviour of the slotted-bolted connections (SBC) when the slip travel exceeded the provided slot length. Nonlinear dynamic analyses on a prototype building equipped with SBC and SBC-R were performed to evaluate the performance of the SBC-R as a seismic protection device. The following conclusions can be drawn from this study:. Bolt impact causes severe damage to the clamping bolts which significantly deteriorates the friction force of the device. Loss of friction can be more than %. Therefore, accidental impact of bolts in an unforeseen event can lead to disastrous result.. In the worst loading case, the SBC-R is superior to the conventional SBC, resulting in reduction of the peak inter-storey drift by % and the peak slip travel by %. This reduction of the peak slip travel (about mm) obviously provides extra safety to the damper against bolt impact.. The peak inter-storey drift and the peak slip travel of the device decrease with increasing in the restraining force limit. However, the extra gain has to be balanced with the potential of buckling at the high restraining force.. Higher restraining force induces higher base shear; hence the adequacy of the foundations has to be properly addressed as well in retrofitting of buildings.. More parametric studies are required to determine the optimum parameters of friction-grip connection with restrainers. ACKNOWLEDGMENTS The writers are grateful to the Thailand Research Fund (TRF) for the support for this project. REFERENCES. FitzGerald, TF, Anagnos, T, Goodson, M, Zsutty, T Slotted bolted connections in aseismic design for concentrically braced connections. Earthquake Spectra 989; (): Grigorian, CE, Yang, TS, Popov, EP Slotted bolted connection energy dissipators. Earthquake Spectra 99; 9(): 9-.. Tremblay, R, Stiemer, SF Energy dissipation through friction bolted connections in concentrically braced steel frames. ATC7-, Proceedings of Seminar on Seismic Isolation, Passive Energy Dissipation, and Active Control, Vol., San Francisco, CA. Applied Technology Council, 99: Roik, K, Dorka, U, Dechent, P Vibration control of structures under earthquake loading by threestage friction-grip elements. Earthquake. Engineering and Structural Dynamics 988; : -.. Wanitkorkul, A Seismic response of braced frames with slotted-bolted friction dampers considering limited slip. Doctoral Dissertation, Department of Civil Engineering, Chulalongkorn University, Bangkok, Thailand,.
13 . Filiatrault, A, Tremblay, R, Wanitkorkul, A Performance evaluation of passive damping systems for the seismic retrofit of steel moment resisting frames subjected to near field ground motions. Earthquake Spectra ; 7(): Filiatrault, A, Cherry, S Seismic design spectra for friction-damped structures. ASCE, Journal of Structural Engineering 99; (): Applied Technology Council (ATC) NEHRP guidelines for the seismic rehabilitation of buildings. Federal Emergency Management Agency (FEMA ),.
SEISMIC DESIGN OF MULTI-STORY BUILDINGS WITH METALLIC STRUCTURAL FUSES. R. Vargas 1 and M. Bruneau 2 ABSTRACT
Proceedings of the 8 th U.S. National Conference on Earthquake Engineering April 18-22, 26, San Francisco, California, USA Paper No. 28 SEISMIC DESIGN OF MULTI-STORY BUILDINGS WITH METALLIC STRUCTURAL
More informationSEISMIC RETROFITTING OF STRUCTURES
SEISMIC RETROFITTING OF STRUCTURES RANJITH DISSANAYAKE DEPT. OF CIVIL ENGINEERING, FACULTY OF ENGINEERING, UNIVERSITY OF PERADENIYA, SRI LANKA ABSTRACT Many existing reinforced concrete structures in present
More informationPERFORMANCE BASED SEISMIC EVALUATION AND RETROFITTING OF UNSYMMETRICAL MEDIUM RISE BUILDINGS- A CASE STUDY
Paper No. 682 PERFORMANCE BASED SEISMIC EVALUATION AND RETROFITTING OF UNSYMMETRICAL MEDIUM RISE BUILDINGS- A CASE STUDY Jimmy Chandra, Pennung Warnitchai, Deepak Rayamajhi, Naveed Anwar and Shuaib Ahmad
More informationMiss S. S. Nibhorkar 1 1 M. E (Structure) Scholar,
Volume, Special Issue, ICSTSD Behaviour of Steel Bracing as a Global Retrofitting Technique Miss S. S. Nibhorkar M. E (Structure) Scholar, Civil Engineering Department, G. H. Raisoni College of Engineering
More informationRehabilitation of a 1985 Steel Moment- Frame Building
Rehabilitation of a 1985 Steel Moment- Frame Building Gregg Haskell, a) M.EERI A 1985 steel moment frame is seismically upgraded using passive energy dissipation, without adding stiffness to the system.
More informationBEHAVIOR OF WELDED T-STUBS SUBJECTED TO TENSILE LOADS
BEHAVIOR OF WELDED T-STUBS SUBJECTED TO TENSILE LOADS R.A. Herrera 1, G. Desjouis 2, G. Gomez 2, M. Sarrazin 3 1 Assistant Professor, Dept. of Civil Engineering, University of Chile, Santiago, Chile 2
More informationSEISMIC DESIGN. Various building codes consider the following categories for the analysis and design for earthquake loading:
SEISMIC DESIGN Various building codes consider the following categories for the analysis and design for earthquake loading: 1. Seismic Performance Category (SPC), varies from A to E, depending on how the
More informationOptimum proportions for the design of suspension bridge
Journal of Civil Engineering (IEB), 34 (1) (26) 1-14 Optimum proportions for the design of suspension bridge Tanvir Manzur and Alamgir Habib Department of Civil Engineering Bangladesh University of Engineering
More informationPrepared For San Francisco Community College District 33 Gough Street San Francisco, California 94103. Prepared By
Project Structural Conditions Survey and Seismic Vulnerability Assessment For SFCC Civic Center Campus 750 Eddy Street San Francisco, California 94109 Prepared For San Francisco Community College District
More informationMethods for Seismic Retrofitting of Structures
Methods for Seismic Retrofitting of Structures Retrofitting of existing structures with insufficient seismic resistance accounts for a major portion of the total cost of hazard mitigation. Thus, it is
More information! # # % % & () +, & +,,. / 0 % 1 + + 0 % 1 + + 2) () 3
! # # % % & () +, & +,,. / 0 % 1 + + 0 % 1 + + 2) () 3 4 SEISMIC EVALUATION OF REDUCED WEB SECTION(RWS) MOMENT CONNECTIONS Konstantinos Daniel Tsavdaridis Assistant Professor of Structural Engineering
More informationControl of Seismic Drift Demand for Reinforced Concrete Buildings with Weak First Stories
Earthquake Yoshimura: Engineering Control and of Engineering Seismic Drift Seismology Demand for Reinforced Concrete Buildings with Weak First Stories 7 Volume 4, Number, September 3, pp. 7 3 Control of
More informationSeismic performance evaluation of an existing school building in Turkey
CHALLENGE JOURNAL OF STRUCTURAL MECHANICS 1 (4) (2015) 161 167 Seismic performance evaluation of an existing school building in Turkey Hüseyin Bilgin * Department of Civil Engineering, Epoka University,
More informationEFFECT OF POSITIONING OF RC SHEAR WALLS OF DIFFERENT SHAPES ON SEISMIC PERFORMANCE OF BUILDING RESTING ON SLOPING GROUND
International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 3, May June 2016, pp. 373 384, Article ID: IJCIET_07_03_038 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=3
More informationDEVELOPMENT AND APPLICATIONS OF TUNED/HYBRID MASS DAMPERS USING MULTI-STAGE RUBBER BEARINGS FOR VIBRATION CONTROL OF STRUCTURES
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 2243 DEVELOPMENT AND APPLICATIONS OF TUNED/HYBRID MASS DAMPERS USING MULTI-STAGE RUBBER BEARINGS FOR
More informationG. Michele Calvi IUSS Pavia
CONVEGNO SISMA ED ELEMENTI NON STRUTTURALI Approcci, Stati Limite e Verifiche Prestazionali Bologna 24 ottobre 2014 PROGETTO DI ELEMENTI NON STRUTTURALI SOGGETTI AD AZIONI SISMICHE G. Michele Calvi IUSS
More informationSPECIFICATIONS, LOADS, AND METHODS OF DESIGN
CHAPTER Structural Steel Design LRFD Method Third Edition SPECIFICATIONS, LOADS, AND METHODS OF DESIGN A. J. Clark School of Engineering Department of Civil and Environmental Engineering Part II Structural
More information4B-2. 2. The stiffness of the floor and roof diaphragms. 3. The relative flexural and shear stiffness of the shear walls and of connections.
Shear Walls Buildings that use shear walls as the lateral force-resisting system can be designed to provide a safe, serviceable, and economical solution for wind and earthquake resistance. Shear walls
More informationOPTIMAL DIAGRID ANGLE TO MINIMIZE DRIFT IN HIGH-RISE STEEL BUILDINGS SUBJECTED TO WIND LOADS
International Journal of Civil Engineering and Technology (IJCIET) Volume 6, Issue 11, Nov 215, pp. 1-1, Article ID: IJCIET_6_11_1 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=6&itype=11
More informationREHABILITATION OF THE FIGUEIRA DA FOZ BRIDGE
REHABILITATION OF THE FIGUEIRA DA FOZ BRIDGE A.Rito Proponte, Lda, Lisbon, Portugal J. Appleton A2P Consult, Lda, Lisbon, Portugal ABSTRACT: The Figueira da Foz Bridge includes a 405 m long cable stayed
More informationNUMERICAL ANALYSIS OF THE SEISMIC PERFORMANCE OF STEEL FRAMES INFILLED WITH COMPOSITE PANELS
1NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July 21-25, 214 Anchorage, Alaska NUMERICAL ANALYSIS OF THE SEISMIC PERFORMANCE OF STEEL FRAMES INFILLED
More informationChapter 3 DESIGN AND CONSTRUCTION FEATURES IMPORTANT TO SEISMIC PERFORMANCE
Chapter 3 DESIGN AND CONSTRUCTION FEATURES IMPORTANT TO SEISMIC PERFORMANCE To satisfy the performance goals of the NEHRP Recommended Seismic Provisions, a number of characteristics are important to the
More informationHybrid simulation evaluation of the suspended zipper braced frame
Hybrid simulation evaluation of the suspended zipper braced frame Tony Yang Post-doctoral scholar University of California, Berkeley Acknowledgements: Andreas Schellenberg, Bozidar Stojadinovic, Jack Moehle
More informationNew approaches in Eurocode 3 efficient global structural design
New approaches in Eurocode 3 efficient global structural design Part 1: 3D model based analysis using general beam-column FEM Ferenc Papp* and József Szalai ** * Associate Professor, Department of Structural
More informationDESIGN OF SLABS. 3) Based on support or boundary condition: Simply supported, Cantilever slab,
DESIGN OF SLABS Dr. G. P. Chandradhara Professor of Civil Engineering S. J. College of Engineering Mysore 1. GENERAL A slab is a flat two dimensional planar structural element having thickness small compared
More informationCover. When to Specify Intermediate Precast Concrete Shear Walls. 10.10 Rev 4. White Paper WP004
Cover Introduction In regard to precast concrete systems, the addition of two new categories of Seismic Force Resisting Systems (SFRS) in IBC 2006 has created some confusion about whether to specify intermediate
More informationSEISMIC ANALYSIS OF RC FRAMED STRUCTURES RETROFITTED WITH STEEL BRACES
SEISMIC ANALYSIS OF RC FRAMED STRUCTURES RETROFITTED WITH STEEL BRACES Ciro FAELLA Full Professor University of Salerno Via Ponte don Melillo, 8484 Fisciano (SA), Italy c.faella@unisa.it Carmine LIMA Research
More informationTECHNICAL NOTE. Design of Diagonal Strap Bracing Lateral Force Resisting Systems for the 2006 IBC. On Cold-Formed Steel Construction INTRODUCTION
TECHNICAL NOTE On Cold-Formed Steel Construction 1201 15th Street, NW, Suite 320 W ashington, DC 20005 (202) 785-2022 $5.00 Design of Diagonal Strap Bracing Lateral Force Resisting Systems for the 2006
More informationDESIGN OF SLABS. Department of Structures and Materials Engineering Faculty of Civil and Environmental Engineering University Tun Hussein Onn Malaysia
DESIGN OF SLABS Department of Structures and Materials Engineering Faculty of Civil and Environmental Engineering University Tun Hussein Onn Malaysia Introduction Types of Slab Slabs are plate elements
More informationDESIGN OF BLAST RESISTANT BUILDINGS IN AN LNG PROCESSING PLANT
DESIGN OF BLAST RESISTANT BUILDINGS IN AN LNG PROCESSING PLANT Troy Oliver 1, Mark Rea 2 ABSTRACT: This paper provides an overview of the work undertaken in the design of multiple buildings for one of
More informationFOUNDATION DESIGN. Instructional Materials Complementing FEMA 451, Design Examples
FOUNDATION DESIGN Proportioning elements for: Transfer of seismic forces Strength and stiffness Shallow and deep foundations Elastic and plastic analysis Foundation Design 14-1 Load Path and Transfer to
More informationREVISION OF GUIDELINE FOR POST- EARTHQUAKE DAMAGE EVALUATION OF RC BUILDINGS IN JAPAN
10NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July 21-25, 2014 Anchorage, Alaska REVISION OF GUIDELINE FOR POST- EARTHQUAKE DAMAGE EVALUATION OF RC
More informationVERIFICATION OF THE METHOD FOR IMPROVING ACCURACY OF SIMPLIFIED SEISMIC RESPONSE ANALYSIS OF STEEL RIGID FRAME VIADUCTS
International Journal of Civil Engineering and Technology (IJCIET) Volume 6, Issue 10, Oct 2015, pp. 46-61 Article ID: IJCIET_06_10_005 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=6&itype=10
More informationINTRODUCTION TO LIMIT STATES
4 INTRODUCTION TO LIMIT STATES 1.0 INTRODUCTION A Civil Engineering Designer has to ensure that the structures and facilities he designs are (i) fit for their purpose (ii) safe and (iii) economical and
More informationSeismic analysis of a 2-storey log house Jorge M. Branco a, Paulo B. Lourenço b, Chrysl A. Aranha c
Seismic analysis of a 2-storey log house Jorge M. Branco a, Paulo B. Lourenço b, Chrysl A. Aranha c ISISE, Department of Civil Engineering, University of Minho, Guimarães, Portugal a jbranco@civil.uminho.pt,
More informationLINKED COLUMN FRAME STEEL SYSTEM PERFORMANCE VALIDATION USING HYBRID SIMULATION
10NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July 21-25, 2014 Anchorage, Alaska LINKED COLUMN FRAME STEEL SYSTEM PERFORMANCE VALIDATION USING HYBRID
More informationTHE RELIABILITY OF CAPACITY-DESIGNED COMPONENTS IN SEISMIC RESISTANT SYSTEMS
THE RELIABILITY OF CAPACITY-DESIGNED COMPONENTS IN SEISMIC RESISTANT SYSTEMS A DISSERTATION SUBMITTED TO THE DEPARTMENT OF CIVIL AND ENVIRIONMENTAL ENGINEERING AND THE COMMITTEE ON GRADUATE STUDIES OF
More informationANALYSIS OF A LAP JOINT FRICTION CONNECTION USING HIGH STRENGTH BOLTS
Nordic Steel Construction Conference 212 Hotel Bristol, Oslo, Norway 5-7 September 212 ANALYSIS OF A LAP JOINT FRICTION CONNECTION USING HIGH STRENGTH BOLTS Marouene Limam a, Christine Heistermann a and
More informationFRICTION DAMPERS FOR SEISMIC CONTROL OF AMBULATORY CARE CENTER, SHARP MEMORIAL HOSPITAL, SAN DIEGO, CA
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 1953 FRICTION DAMPERS FOR SEISMIC CONTROL OF AMBULATORY CARE CENTER, SHARP MEMORIAL HOSPITAL, SAN DIEGO,
More informationBLIND TEST ON DAMAGE DETECTION OF A STEEL FRAME STRUCTURE
BLIND TEST ON DAMAGE DETECTION OF A STEEL FRAME STRUCTURE C.J. Black< 1 >,C.E. Ventura(2) Graduate Student, < 2 > Associate Professor University of British Columbia Department of Civil Engineering
More informationSEISMIC ANALYSIS AND RETROFITTING OF R.C.C STRUCTURE
International Journal of Advanced Research in Biology Engineering Science and Technology (IJARBEST) Vol., Issue, April 1 SEISMIC ANALYSIS AND RETROFITTING OF R.C.C STRUCTURE M.R.NAVANEETHA KRISHNAN 1,
More informationCE591 Fall 2013 Lecture 26: Moment Connections
CE591 Fall 2013 Lecture 26: Moment Connections Explain basic design procedure for moment (FR) connections Explain considerations for connections in momentresisting frames for seismic demands Describe problems
More informationSIESMIC SLOSHING IN CYLINDRICAL TANKS WITH FLEXIBLE BAFFLES
SIESMIC SLOSHING IN CYLINDRICAL TANKS WITH FLEXIBLE BAFFLES Kayahan AKGUL 1, Yasin M. FAHJAN 2, Zuhal OZDEMIR 3 and Mhamed SOULI 4 ABSTRACT Sloshing has been one of the major concerns for engineers in
More informationDesign of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar. Fig. 7.21 some of the trusses that are used in steel bridges
7.7 Truss bridges Fig. 7.21 some of the trusses that are used in steel bridges Truss Girders, lattice girders or open web girders are efficient and economical structural systems, since the members experience
More informationMODULE E: BEAM-COLUMNS
MODULE E: BEAM-COLUMNS This module of CIE 428 covers the following subjects P-M interaction formulas Moment amplification Web local buckling Braced and unbraced frames Members in braced frames Members
More informationPerformance-based Evaluation of the Seismic Response of Bridges with Foundations Designed to Uplift
Performance-based Evaluation of the Seismic Response of Bridges with Foundations Designed to Uplift Marios Panagiotou Assistant Professor, University of California, Berkeley Acknowledgments Pacific Earthquake
More informationSeismic Retrofit of Existing Buildings: Innovative Alternatives
Seismic Retrofit of Existing Buildings: Innovative Alternatives Moe Cheung and Simon Foo Public Works & Government Services Canada Hull, Quebec, Canada Jacques Granadino Public Works & Government Services
More informationDYNAMIC ANALYSIS ON STEEL FIBRE
International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 179 184, Article ID: IJCIET_07_02_015 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2
More informationPancake-type collapse energy absorption mechanisms and their influence on the final outcome (complete version)
Report, Structural Analysis and Steel Structures Institute, Hamburg University of Technology, Hamburg, June, 2013 Pancake-type collapse energy absorption mechanisms and their influence on the final outcome
More informationIn-situ Load Testing to Evaluate New Repair Techniques
In-situ Load Testing to Evaluate New Repair Techniques W.J. Gold 1 and A. Nanni 2 1 Assistant Research Engineer, Univ. of Missouri Rolla, Dept. of Civil Engineering 2 V&M Jones Professor, Univ. of Missouri
More informationSEISMIC RETROFIT DESIGN CRITERIA
SEISMIC RETROFIT DESIGN CRITERIA British Columbia Ministry of Transportation June 30, 2005 Prepared by: Recommended by: Approved by: Don Kennedy, P.Eng., Associated Engineering (BC) Sharlie Huffman, P.
More informationDesign Parameters for Steel Special Moment Frame Connections
SEAOC 2011 CONVENTION PROCEEDINGS Design Parameters for Steel Special Moment Frame Connections Scott M. Adan, Ph.D., S.E., SECB, Chair SEAONC Structural Steel Subcommittee Principal Adan Engineering Oakland,
More informationCONTRASTING DISPLACEMENT DEMANDS OF DUCTILE STRUCTURES FROM TOHOKU SUBDUCTION TO CRUSTAL EARTHQUAKE RECORDS. Peter Dusicka 1 and Sarah Knoles 2
CONTRASTING DISPLACEMENT DEMANDS OF DUCTILE STRUCTURES FROM TOHOKU SUBDUCTION TO CRUSTAL EARTHQUAKE RECORDS Abstract Peter Dusicka 1 and Sarah Knoles 2 With the impending Cascadia subduction zone event
More informationRequirements for the Use of PRESSS Moment-Resisting Frame Systems
Requirements for the Use of PRESSS Moment-Resisting Frame Systems Neil M. Hawkins, Ph.D. Professor Emeritus Department of Civil Engineering University of Illinois at Urbana-Champaign Urbana, Illinois S.
More informationA PERFORMANCE TEST STUDY ON CHINESE G4 LEAD RUBBER BEARINGS
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 676 A PERFORMANCE TEST STUDY ON CHINESE G4 LEAD RUBBER BEARINGS Demin FENG 1, Cliff CHEN 2, Wenguang LIU
More informationSeismic Risk Prioritization of RC Public Buildings
Seismic Risk Prioritization of RC Public Buildings In Turkey H. Sucuoğlu & A. Yakut Middle East Technical University, Ankara, Turkey J. Kubin & A. Özmen Prota Inc, Ankara, Turkey SUMMARY Over the past
More informationSEISMIC CAPACITY OF EXISTING RC SCHOOL BUILDINGS IN OTA CITY, TOKYO, JAPAN
SEISMIC CAPACITY OF EXISTING RC SCHOOL BUILDINGS IN OTA CITY, TOKYO, JAPAN Toshio OHBA, Shigeru TAKADA, Yoshiaki NAKANO, Hideo KIMURA 4, Yoshimasa OWADA 5 And Tsuneo OKADA 6 SUMMARY The 995 Hyogoken-nambu
More informationEXAMPLES OF SEISMIC RETROFITTING IN JAPAN
09-031 The 2005 World Sustainable Building Conference, EXAMPLES OF SEISMIC RETROFITTING IN JAPAN Hiroshi YAMAMOTO 1 Yasuhiro TSUNEKI 2 Toshihiko KOHNO 3 1 Senior Structural Engineer, Structural Engineering
More informationSEISMIC RETROFITTING OF REINFORCED CONCRETE BUILDINGS USING TRADITIONAL AND INNOVATIVE TECHNIQUES
ISET Journal of Earthquake Technology, Paper No. 454, Vol. 42, No. 2-3, June-September 25, pp. 21-46 SEISMIC RETROFITTING OF REINFORCED CONCRETE BUILDINGS USING TRADITIONAL AND INNOVATIVE TECHNIQUES Giuseppe
More informationRECOMMENDATIONS FOR THE DESIGN AND CONSTRUCTION OF BASE ISOLATED STRUCTURES
136 RECOMMENDATIONS FOR THE DESIGN AND CONSTRUCTION OF BASE ISOLATED STRUCTURES 1 2 3 4 R.W.G. Blakeiey, A. W. Charleson, H.C. Hitchcock, L. M. Megget, SYNOPSIS M.J.N. Priestley b f R.D. Sharpe 6 R.I.
More informationMODELLING OF AN INFILL WALL FOR THE ANALYSIS OF A BUILDING FRAME SUBJECTED TO LATERAL FORCE
International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 1, Jan-Feb 2016, pp. 180-187, Article ID: IJCIET_07_01_015 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=1
More informationStructural Dynamics of Linear Elastic Single-Degree-of-Freedom (SDOF) Systems
Structural Dynamics of Linear Elastic Single-Degree-of-Freedom (SDOF) Systems SDOF Dynamics 3-1 This set of slides covers the fundamental concepts of structural dynamics of linear elastic single-degree-of-freedom
More informationNumerical modelling of shear connection between concrete slab and sheeting deck
7th fib International PhD Symposium in Civil Engineering 2008 September 10-13, Universität Stuttgart, Germany Numerical modelling of shear connection between concrete slab and sheeting deck Noémi Seres
More informationEARTHQUAKE DESIGN OF BUILDINGS
GAP.2.0.9 A Publication of Global Asset Protection Services LLC EARTHQUAKE DESIGN OF BUILDINGS INTRODUCTION Buildings in many areas of the world are susceptible to damage from moderate to severe earthquakes.
More informationINFLUENCE OF ENERGY DISSIPATING SYSTEMS ON THE SEISMIC RESPONSE OF CABLE SUPPORTED BRIDGES
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 1046 INFLUENCE OF ENERGY DISSIPATING SYSTEMS ON THE SEISMIC RESPONSE OF CABLE SUPPORTED BRIDGES Tony
More informationNonlinear Structural Analysis For Seismic Design
NIST GCR 10-917-5 NEHRP Seismic Design Technical Brief No. 4 Nonlinear Structural Analysis For Seismic Design A Guide for Practicing Engineers Gregory G. Deierlein Andrei M. Reinhorn Michael R. Willford
More informationCH. 2 LOADS ON BUILDINGS
CH. 2 LOADS ON BUILDINGS GRAVITY LOADS Dead loads Vertical loads due to weight of building and any permanent equipment Dead loads of structural elements cannot be readily determined b/c weight depends
More informationEVALUATION OF SEISMIC RESPONSE - FACULTY OF LAND RECLAMATION AND ENVIRONMENTAL ENGINEERING -BUCHAREST
EVALUATION OF SEISMIC RESPONSE - FACULTY OF LAND RECLAMATION AND ENVIRONMENTAL ENGINEERING -BUCHAREST Abstract Camelia SLAVE University of Agronomic Sciences and Veterinary Medicine of Bucharest, 59 Marasti
More informationSeismically retrofitting reinforced concrete moment resisting frames by using expanded metal panels
Faculté des Sciences Appliquées Département d'architecture, Géologie, Environnement et Constructions Secteur Ingénierie Structurale Seismically retrofitting reinforced concrete moment resisting frames
More informationSEISMIC RETROFITTING TECHNIQUE USING CARBON FIBERS FOR REINFORCED CONCRETE BUILDINGS
Fracture Mechanics of Concrete Structures Proceedings FRAMCOS-3 AEDIFICA TIO Publishers, D-79104 Freiburg, Germany SEISMIC RETROFITTING TECHNIQUE USING CARBON FIBERS FOR REINFORCED CONCRETE BUILDINGS H.
More informationFigure 5-11. Test set-up
5.5. Load Procedure A uniform load configuration was used for the load tests. An air bag, placed on the top surface of the slab, was used for this purpose, and the load was applied by gradually increasing
More informationSeismic Evaluation and Retrofitting of RC Building by Using Energy Dissipating Devices
Seismic Evaluation and Retrofitting of RC Building by Using Energy Dissipating Devices S. I. Khan 1, Prof. P. O. Modani 2 1(Department of Civil Engineering, B.N.C.O.E, Pusad) 2(Assist. Professor Department
More informationNUMERICAL INVESTIGATION OF SEISMIC ISOLATION FOR SINGLE- TOWER CABLE STAYED BRIDGES
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 1552 NUMERICAL INVESTIGATION OF SEISMIC ISOLATION FOR SINGLE- TOWER CABLE STAYED BRIDGES Charles B. CHADWELL
More informationCritical Facility Round Table
Critical Facility Round Table October 16, 2003 San Francisco Seismic Risk for Data Centers David Bonneville Senior Principal Degenkolb Engineers San Francisco, California Presentation Outline Seismic Risk
More informationOptimising plate girder design
Optimising plate girder design NSCC29 R. Abspoel 1 1 Division of structural engineering, Delft University of Technology, Delft, The Netherlands ABSTRACT: In the design of steel plate girders a high degree
More informationSEISMIC APPROACH DESIGN COMPARISON BETWEEN
IABSE ANNUAL MEETING, LONDON, 19 TH SEPTEMBER 2011 SEISMIC APPROACH DESIGN COMPARISON BETWEEN IBC AND ITALIAN DM2008 Ing. Luca Zanaica Senior Structural Engineer Ing. Francesco Caobianco Senior Structural
More informationEARTHQUAKE DISASTER MITIGATION USING INNOVATIVE RETROFITTING METHOD
J. SE Asian Appl. Geol., Sep Dec 2010, Vol. 2(3), pp. 225 231 EARTHQUAKE DISASTER MITIGATION USING INNOVATIVE RETROFITTING METHOD Eric Augustus J. Tingatinga 1 and Hideji Kawakami 2 1 Institute of Civil
More informationThe University of Birmingham (Live System)
The University of Birmingham (Live System) Behaviour of Structural Insulated Panels (SIPs) under both short-term and long-term loadings Yang, Jian; Rungthonkit, Prathan Document Version Author final version
More informationCE591 Lecture 8: Shear Walls
CE591 Lecture 8: Shear Walls Introduction History, examples Benefits Disadvantages Plate Girder Analogy Behavior of Special Plate Shear Walls (SPSW) Design of SPSW Important considerations Special Plate
More informationComparison of Seismic Performance of D-region of Existing RC Structures Designed with Different Recommendations
Comparison of Seismic Performance of D-region of Existing RC Structures Designed with Different Recommendations Balthasar Novák 1, K.Ramanjaneyulu 2, Constanze Roehm 3 and Saptarshi Sasmal 4 1 Professor,
More informationSEISMIC DESIGN PROVISIONS FOR PRECAST CONCRETE STRUCTURES. S.K. Ghosh, Ph. D. President S.K. Ghosh Associates Inc. Northbrook, IL BACKGROUND
SEISMIC DESIGN PROVISIONS FOR PRECAST CONCRETE STRUCTURES S.K. Ghosh, Ph. D. President S.K. Ghosh Associates Inc. Northbrook, IL BACKGROUND Until recently, precast concrete structures could be built in
More informationSteel joists and joist girders are
THE STEEL CONFERENCE Hints on Using Joists Efficiently By Tim Holtermann, S.E., P.E.; Drew Potts, P.E.; Bob Sellers, P.E.; and Walt Worthley, P.E. Proper coordination between structural engineers and joist
More informationRigid and Braced Frames
Rigid Frames Rigid and raced Frames Rigid frames are identified b the lack of pinned joints within the frame. The joints are rigid and resist rotation. The ma be supported b pins or fied supports. The
More informationNONLINEAR BEHAVIOR AND FRAGILITY ASSESSMENT OF MULTI-STORY CONFINED MASONRY WALLS UNDER CYCLIC LOADS
International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 1, Jan-Feb 216, pp. 113-127, Article ID: IJCIET_7_1_1 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=1
More informationSEISMIC RETROFITTING OF EARTHQUAKE-DAMAGED CONCRETE COLUMNS BY LATERAL PRE-TENSIONING OF FRP BELTS. K. Nasrollahzadeh Nesheli 1 and K.
Proceedings of the 8 th U.S. National Conference on Earthquake Engineering April 18-22, 26, San Francisco, California, USA Paper No. 841 SEISMIC RETROFITTING OF EARTHQUAKE-DAMAGED CONCRETE COLUMNS BY LATERAL
More informationDESIGN DRIFT REQUIREMENTS FOR LONG-PERIOD STRUCTURES
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3292 DESIGN DRIFT REQUIREMENTS FOR LONG-PERIOD STRUCTURES Gary R. Searer 1 and Sigmund A. Freeman 2 SUMMARY
More informationAnalysis and Repair of an Earthquake-Damaged High-rise Building in Santiago, Chile
Analysis and Repair of an Earthquake-Damaged High-rise Building in Santiago, Chile J. Sherstobitoff Ausenco Sandwell, Vancouver, Canada P. Cajiao AMEC, Vancouver, Canada P. Adebar University of British
More informationCSA S16-09 Design of Steel Structures Canada
CSA S16-09 Design of Steel Structures Canada Ed Whalen, P.Eng CISC President CSA S16-09 1 CSA Standard S16-09 Standard, Design of Steel Structures. Sets out minimum requirements used by engineers in the
More informationPerformance of Existing Reinforced Concrete Columns under Bidirectional Shear & Axial Loading
Performance of Existing Reinforced Concrete Columns under Bidirectional Shear & Axial Loading Laura M. Flores University of California, San Diego REU Institution: University of California, Berkeley REU
More informationA DESIGN PROCEDURE FOR BOLTED TOP-AND-SEAT ANGLE CONNECTIONS FOR USE IN SEISMIC APPLICATIONS
A DESIGN PROCEDURE FOR BOLTED TOP-AND-SEAT ANGLE CONNECTIONS FOR USE IN SEISMIC APPLICATIONS Jared D. Schippers, Daniel J. Ruffley, Dr. Gian A. Rassati, and Dr. James A. Swanson School of Advanced Structures,
More informationbi directional loading). Prototype ten story
NEESR SG: Behavior, Analysis and Design of Complex Wall Systems The laboratory testing presented here was conducted as part of a larger effort that employed laboratory testing and numerical simulation
More informationSeismic Assessment and Retrofitting of Structures: Eurocode8 Part3 and the Greek Code on Seismic Structural Interventions
Working Group 7: Earthquake Resistant Structures Geneva, 25 September 2015 Seismic Assessment and Retrofitting of Structures: Eurocode8 Part3 and the Greek Code on Seismic Structural Interventions Prof.
More informationMETHODS FOR ACHIEVEMENT UNIFORM STRESSES DISTRIBUTION UNDER THE FOUNDATION
International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 45-66, Article ID: IJCIET_07_02_004 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2
More informationRetrofitting By Means Of Post Tensioning. Khaled Nahlawi 1
Retrofitting By Means Of Post Tensioning Khaled Nahlawi 1 Abstract An analytical program was prepared to retrofit the Holy Cross Church in Santa Cruz, California. An inelastic analysis was perfonned on
More informationObjectives. Experimentally determine the yield strength, tensile strength, and modules of elasticity and ductility of given materials.
Lab 3 Tension Test Objectives Concepts Background Experimental Procedure Report Requirements Discussion Objectives Experimentally determine the yield strength, tensile strength, and modules of elasticity
More informationNational Council of Examiners for Engineering and Surveying. Principles and Practice of Engineering Structural Examination
Structural Effective Beginning with the April 2011 The structural engineering exam is a breadth and exam examination offered in two components on successive days. The 8-hour Vertical Forces (Gravity/Other)
More informationSeismic Isolation Retrofitting of Japanese Wooden Buildings
Seismic Isolation Retrofitting of Japanese Wooden Buildings Summary Junko Suga Building Design Department Takenaka Corporation, Osaka Main Office Osaka, Japan Hiroyuki Ueda Building Design Department Takenaka
More informationSpecification for Structures to be Built in Disaster Areas
Ministry of Public Works and Settlement Government of Republic of Turkey Specification for Structures to be Built in Disaster Areas PART III - EARTHQUAKE DISASTER PREVENTION (Chapter 5 through Chapter
More informationNumerical Simulation of CPT Tip Resistance in Layered Soil
Numerical Simulation of CPT Tip Resistance in Layered Soil M.M. Ahmadi, Assistant Professor, mmahmadi@sharif.edu Dept. of Civil Engineering, Sharif University of Technology, Tehran, Iran Abstract The paper
More information